Specifications . ' TODD MAURCR P.C.CIVIL
TM 13-69
AEL(707)975-2410
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Calculations for
Foundation Underpinning
12902 5W Hillside Terrace Tigard, Or 97225
9/14/2015
References: OSSC, ICC-ES Report No. E5R-1854 Pg
Site Condition,Soils&Calc's 1-4
Installation&Drawing 51-52
CITY OF TIGARD
Approved 1)$fc R#J1J1'UG-
Conditionally Approved [ j
See Letter to:Follow [ I
Attached
Number.4 6T'2"r-C 7
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By: Date:
Approved plans
PRO46, shall be on job site.
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1 EXPIRATION DATE:
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Sy Todd Maurer P.E.
OR Lic No. PE 81862 Exp. 12/51/201+
)175 EDGEMONT RD LAKE OSWEGO,OR 97055 MBL(707)975-2410 tmaurer 62 @hotmail.com
•
TODD MAURER P.C.CIVIL A y
9/14/2013 L
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Soil & Site Conditions @
12902 SW Hillside Terrace
Tigard, OR 97223
I have completed a geotechnical survey with regards to development of new
underpinning design for the above existing residential home repair.
Specifically,The settlement we observed was on the rear East side of the structure, there
is a thick concrete slab (porch) supporting two levels of exterior wood decks.The
concrete slab has subsided causing deflection in decks above.The cause of the settlement
is not known with certainty, but our opinion is differential settlement is the result soil
consolidation caused by improper soil compaction at the time of construction,also the
concrete slab was placed on grade and it should be 18" below grade per OSSC.
Subsurface Conditions
We found the conditions of the soil consistent with this area of Tigard, the native sub-
grade soils consisted of medium stiff silty\clay\loam. See attached soils data from "Soil
Survey".
Recommendations
We are of the opinion that suitable support for the existing exterior footing can be
developed by means of the installation of new helical piers such as Ram Jack piling. We
are of the opinion that vertical piers advanced to practical end bearing refusal will
produce an maximum allowable vertical working load of 20,000 pounds. Refer to ICC-
ES Report ESR-1854 4.2.1 for installation procedures. The underpinning piers should be
installed in accordance with the manufactures recommendations. The locations &
spacing of the piers will be completed under a separate cover.
Underpinning Design
The underpinning hydraulically driven piles shall be capable of achieving the embedment
depths and capacity limitations presented:
Bearing Material Silty Clay Loam
Minimum Tip Embedment 15 ft below base of footing or approved by engineer
Maximum Tip Embedment 30 ft below base of footing or as approved by engineer
Pile Capacity(working load max) 20 kips per pier- (see structural plan for calculated
working loads for the piers.)
Proof Testing
9/14/2013
A minimum of one pier shall be load tested.The test must be based on the maximum
design load. The load test(s) shall be performed by loading the pier in (5) equal
increments of the design load to the maximum load of 150%. The helical pier movement
with respect to an independent fixed reference. At 150% test the load shall be held for
(10) minutes. If the pier movement between 1 and 10 minutes is less than 0.04 inches the
pier is acceptable. If the pier moves more than 0.04 inches the pier should be deepened
and retested or abandoned and a new redesigned replacement pier installed.
Sincerely,
Todd Maurer PE OR No 81862PE
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Engineering Properties—Washington County,Oregon 12902 SW HILLSIDE TERRACE -.
Report—Engineering Properties
Absence of an entry indicates that the data were not estimated.The asterisk'"'denotes the representative texture; other
possible textures follow the dash.
Engineering Properties-Washington County,Oregon
Map unit symbol and soil Depth USDA texture Classification Fragments Percentage passing sieve number— Liquid Plasticity
name - limit Index
Unified AASHTO >10 3.10 4 10 40 200
Inches inches
In Pct Pct Pct
11C--Comellus and
Kinton slit barns,7 to 12
percent slopes
Cornelius 0-17 'Silt loam ML A-4 0 0 95-100 85-100 80-100 75-90 30-35 5-10
17-38 *Silty clay loam,Silt loam ML A-S 0 0 100 100 95-100 90-95 35-40 10-15
3840 'Slit loam,Silty clay loam ML A-4 0 0 100 100 95-100 90-95 30-35 5-10
Kklbn 0-1 *Slightly decomposed PT A-8 0 0 100 100 80-100 50-90 — —
plant material
1-11 *Silt loam ML A-4,A-0 0 0 100 95-100 90-100 80-90 30-40 6-18
'
11-31 *Slit loam ML A-4,A4 0 0 100 100 90-100 80-90 30-40 6.15
31.81 *Silt loam,Silty day loam ML A-4 0 0 100 100 95-100 85-95 30-35 5.10
Delena 0-10 'Slit loam ML A-4 .4 0 0 100 100 90-100 70-90 25-35 NP-10
10-22 'Silty day loam,Silt loam CL A-8 0 0 100 100 95-100 85-96 35-40 15-20
22-80 'Silty clay loam CL A-8 0 0 100 100 95-100 86.95 35-40 15-20
t� Natural Resources Web Soil Survey 9/12/2013
Conservation Service National Cooperative Soil Survey Page 3 of 4
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5 (0 ck PROJECT SITE: CLIENT INFO:
FOUNDATION REPAIR 313L(707)975-2410
1 2902 5W IiILL51DE TERRACE RAM JACK Of OREGON 3175 5WeGO,EDGEMONT O RD r
�, LAKE OSWCGO,OR 97035 '�
_ TIGARD OR 97223 850 8ETHEL DR tmwrer_62 @hoMwl.com `'-
W = EUGENE OR 97402 i
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HOUSE NOTES: • 1° 1
1. INSTALL PIERS & LEVEL CONCRETE AS REQUIRED .,
2. TEMPORARY SUPPORT EXIST DECK (LEVEL IF E>
REQUIRED) JUNKS 12/31/14 L
3. INSTALL NEW POST BASES & REUSE WOOD N
• HELICAL PIER (3) WORKING LOADS FOR PIERS: Qw= 13.3 kips COLUMNS o.
4. ! OF COURSE REMOVE TEMPS 9 m
N 02 0
N u'
M,S, pAu
CONCRETE PORCH (SLAB) --- 2FT THICK
9 6'
T DECKS WI
(3) T
4
U--
NEW POST BASE EPB44T
III
W
(I) (2) PLACE PIERS IN LINE WITH COLUMNS TYP U
—2'-0° Z
24'-6" / W
' PIER PLACEMENT PLAN ( I;
SCALE.3/4•= i-p 4 W
DC
PROOF TESTING: CZ
LOAD TEST 20% OF THE PIERS, MINIMUM OF ONE, N o m
ARE TO BE PROOF TESTED. THE PROOF TESTING HELICAL PIER 2-3/8"0 W a a
SHALL CONSIST OF LOADING THE PIER IN 5 EQUAL Z w
INCREMENTS TO 150% OF THE DESIGN LOAD. THE BRACKET #4035 (MOD.) = m
150% LOAD SHALL BE HELD FOR 10 MINUTES. IF �-
GUIDE SLEEVE #41 07 o
THE TEST PIER HAS MOVEMENT BETWEEN (1) MINUTE CZ v a
AND (10) MINUTES IS LESS THAN 0.040 INCHES THE II 5FT EXTENSIONS #43 15 Q o o <
SHOP WELD I/2"PL 4"x4"ONTO BRACKET PIER IS ACCEPTABLE. IF THE PIER MOVEMENT IS - HELICAL LEAD 10" #4342 od N CD
MORE THAN 0.040 INCHES THE PIER SHOULD BE
DEEPENED AND RETESTED OR ABANDONED, AND A
NEW REDESIGNED REPLACEMENT PIER INSTALLED.
cZ
IP Q
rr TYPICAL PIER SECTION w
SCALE ∎'z I'D' Z
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p � H
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HELICAL PIER: L D CZ N
THE PIER INSTALLATION CONTRACTOR IS RESPONSIBLE O
FOR DETERMINING THE REQUIRED TORQUE TO ACHIEVE V- iFt
THE CAPACITY LISTED ON THIS DRAWING. JOB N
13-69
DRAWN C7ECKED
TEM KM
DA'E 9/1 4/1 3
• BRACKET MODIFICATION DETAIL BRACKET#4035 REVL LONS
SCALE:3'-r-0.
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9,-42 Steel.
PERMIT SET 52 . 2